Dam construction



May 31, 1932. NQETZLI 1,860,589

DAM CONSTRUCTION Original Filed Nov. 14, 1928 'F'IGJ.

FIG. 3.

//v VENTOR j FRED 4. NOE TZLI ATTORNEYS Patented May 31 1932 ATE-NT OFFICE FRED A. NOE-TZLL-OF Los enemas, cALrronmA nAivr-coivs'rnuorion Application filed November 14, 1928, Serial 19,205. Renewed March 20, 1931.

This invention relates to improvements in dam COIlStIllCtlOIlS.. I

An ob ect of the invention is to provide a dam of novel construct-ion and whichisihigh construction and its sides or wings ofgravity section construction and having buttresses whichcooperate with the wings or sides of the dam 1n sustaining the thrust of the arched portion of the dam. The combination is highly advantageous in that the buttresses do not alone sustain the thrust'ofthe arch but instead the portions of the dam which are of gravity section assist in weighting down the ends of the arch'and in sustaining the thrust.

In large concrete structures many stresses are set up in the structure for various reasons, such as those due to temperature changes and shrinkage of the concrete. Unless these stresses are taken care of at intervals along the concrete structure, cracks develop, which are irregular andwhich weaken the structure. This feature has been recognized in my copending application, Serial No. 221,197, filed.

- September 17, 1927, over which the construe tion disclosed in this application may be considered as an improvement.

It is another object of this invention to provide a construction for dams of the gravity section type-which employ long expanses of concrete wherein joints are established at intervals to permit shrinkage and temperature changes without weakening thedam.

Other objects of the invention are to pro,- ride novel and advantageous joint constructions and drainage systems.

lVith the foregoing and other objects in view which will be made manifest in the following detailed description and specifically pointed out in the appended claims, reference is hadto the accompanying drawings for an illustrative embodiment. of the invention, wherein: p I

Fig. 1 is a schematic top plan view of the dam embodying the invention.

Fig. 2 is a vertical section through one of the gravity'type wings of the, dam shown in Fig.1 and may be considered as having been taken upon the line 22 upon Fig. 1.

Fig. Bis a partial view inhorizontal section through the gravity, wing shown in Fig. 2 and may be considered as having been taken upon the l ne 33 upon Fig. 2.

Referring to the accompanying drawings wherein similar reference characters .desig nate. similar parts throughout the dam con sists of an arched central portion "10 which is shown as being a single arch. It is to be understood, however, that if desired a multiple arch form of construction may be em ployed for the central portion. At the ends" of the arch there are'formed buttresses 11 ar ranged on the downstream side or on'the back of-the dam Which'assist in sustaining the thrust of the arched central portion 10. Extending laterallyfrom the ends of the arched central portion are wingsor; sides 12. These wings or sides are of the gravity type con struction, that is, of the construction wherein the dam. is kept from overturning byits'own weight. Fig. 2 illustrates how such gravity type dam or wings appear in section with the rear side of the wall sloping downwardly and. rearwardly so that the bottom of the Wallis much thicker than the. top. The buttresses 11 and their adjacent wings or sides '12 form an acute angle so that the thrust of the arched central portion 10 is partly sustained by the gravity type wings 12 and partly sustained by the buttresses 11. N either the buttresses or the wings alone carry: the thrust of the arched central portionbut the stresses developedby the thrust are divided between these parts. The forward sides or forward faces of the gravity type wings 12 are exposed to the water pressure to which the central arched portion 10 is exposed and by virtue of the fact that these wings are of the gravity type construction they not only assist the buttresses in sustaining the thrust but serve also to a large extent in anchoring. or weighting the ends of the arch. In thismanner a novel and advantageous form of construction is provided for the improved dam."

As previously explained, large concrete structures are apt to crack, due to shrinkage and temperature changes, unless provision is made for these changes. A novel construction for gravity type dams which takes care of the shrinkage and temperature changes is 5 disclosed in Figs. 2 and 3. This construction, while it is shown as being employed only on the gravity wings 12 of the dam could be employed equally well throughout a dam which is entirely of gravity section, extending completely across the canyon. To provide for the temperature and shrinkage changes a series of transverse joints 16 are formed in the body of the gravity type dam. They are arranged at suitable intervals, usu ally approximately fifty feet apart. Longitudinal joints 17 and 18 are also formed in thebody of the dam which extend from the bottom ofthe dam upwardly and forwardly to a point near its forward face. The longitudinal joints 17 and 18 are also preferably in the neighborhood of fifty feet apart. While these joints are preferably inclined, the transverse joints 16 are usually vertical.

As clearly shown upon Fig. 3 the longitudi- 2 ml joints 17 are staggered with respect to the longitudinal joints 18, forming sections or columns which are indicated on Fig. 3 respectively by'the reference characters 19, 19", 19,, 19", 19, and 19, this view illustrating a typical section through the wing. Beads or keys 20 are formed on one side of each of the columns or sections 19 and complementary grooves 21 are formed on the other side of each ofthe sections or columns 19 to receive the keys. These keys and grooves are formed on the transverse joints 16. They are so arranged that the various sections or columns 19 will be effectively tied together, thus if the section or column 19 should be for any cause moved rearwardly or tend to settle in this direction the beads or keys 20 fitting in their grooves 21 will prevent this movement unless sections 19 and 19 moved with it. Sections 19 and 19 have bead and groove connections with the section or column 19 so that the sections or columns 19 and 19 cannot move rearwardly without also moving section or column 19. Section or column 19 cannot move without also moving sections or columns 19 and 19 and in this way all of the sections or columns are effectively tied together against great movement nelatively to each other.

The transverse joints 16 and the longitudinal joints 17 and 18 may be established in anysuitable manner so that there will be weakened bonds arranged along predetermined planes between the various sections or columns 19. These joints can be established such asby placing paper between the columns while they are being poured or if desired various sections or columns can first be poured and after they have set the other columns can be poured. The joints can also be established by painting the faces of the Sections or columns with asphaltum which is preferred, the object in all instances being to have definite joints along predetermined lanes which have weakened bonds. These joints permit slight relative movement between the various sections or columns due to shrinkage and temperature changes so that no cracks will be formed except in the joints. The keys 20 in the grooves 21 permit the slight relative movement due to shrinkage or temperature changes but do not permit a material relative movement. The sect-ions or columns may be connected together across the joints by sheet metal water stops 22 as being somewhat S' shaped in section and extending across the joints and being embedded in the sections or columns 19. These sheet metal water stops permit the slight relative movement that, may be necessary between the sections or columns due to temperature or shrinkage changes.

If desired, one or more or even all of the longitudinal joints 17 and 18 may be stepped or provided with keys as indicated upon the joint 23 upon Fig. 2. These keys or steps serve to tie the various columns or section 19 together against any material settling relatively to each other. At the tops of the longitudinal joints there may be formed holes 24. These holes serve the following function :If the joints should tend to open, due to shrinkage or temperature changes or settling of the columns the joints will not open beyond these holes or openings as the stresses will be distributed over the interior surface of the holes or openings, consequently widening or opening of the joints will not extend beyond the holes or openings 24 and therefore will not form cracks extending through the dam to its forward face. The function of the holes or openings 24 in thus preventing the formation of cracks which would be the continuations of the joints may be assisted by reinforcing bars 25.

At suitable intervals throughout the dam there are formed drain ports 26 which communicate with the joints 16, 17 and 18 and provide for the removal of any water seeping through the dam and trickling downward through the joints. The drain ports indicated at 26 terminate on the rear side of the dam and where the dam is of considerable thickness additional drain ports 27 may be formed therein for removing water from between forward joints and conveying it to a tunnel 28.

From the above described construction it will be appreciated that a novel form of dam is provided which is highly advantageous in its general form and also in the details of construction so as to render a very strong and sturdy dam structure. By having the gravity type dam divided into sections or columns 19 shrinkage and temperature changes and slight settling is effectively taken care of without danger of forming disastrous cracks V the appended claims.

in the structure. Furthermore,-eacl1 column is arranged in a direction of, the principal stresses in the danr when, fully loaded and functions in a manner similar to an ordinary column in sustaining its proporitionof the load, consequently unusual :or unnatural stresses developedin one column or section 19 will not ralfect other columns.

Various changes may be made in the details of construction Without departing from the' spirit or scope of the invention as defined by Iclaimz 1; In a.-concrete dam, awall of gravity section supporting waterpressure by v rtue of its weight,.there being an, inclinedjoint in the interior .of said wall extending from a pointjnea'r itsbase upwardly ZIDCl CEOI' wardly toza pointnear.theupstreamface of said .wall parallel to the direction of certain principalfstresses when said wall is sub ected tothe full pressure of water in tllQIGSBIVOlI. 2:111 a concrete dam, a wallof gravity. section supporting water-pressure by virtue of its weight, there being an'upwardly and.

forwardly inclined joint in the interior of said wall said joint beinglarranged approximately parallel to the lines of zero shear in said wall-when the..dam is loaded,and means for preventing an extension ofthe'joint beyonditsupperend- I V V -3..In a' concrete dam, a'wall of gravity section supporting water pressure by virtue ofits weight, said wall comprising'portions separated substantially vertical contraction joints, there being one or more upwardly and forwardlyinclined joints in theinterior of one or more of said portions,'and-1neans providing ;key, and groove connections between the portions thus defined by said j ointsfor tying the portions together against material relative movements between each other.

4.:In a concrete dam, a wall of gravity sectionsupporting water pressure by virtue of its weight, there being an upwardly and forwardly inclined oint in the interior of said wall, said joint being arranged approximately parallel to the direction of certain principal stresses when the damis loaded and being irregular so as to form. an interlock across the joint so as toprevent material relative displacement between the portio'ns of the dam on opposite sides of. the joint.

0. In a concrete .qdam, a wall of gravity section supporting water pressure by virtue of its-weight; there being transverse oints formed through the wall, and longitudinal joints formed in the wall which are forwardly and-upwardlyiiiclined. 1

* 6. ,In a=concrete dam,'a' wall of gravity section supporting water pressure by virtue of its weight, therebeing transverse joints formed throughthe wall, andv longitudinal jointsformed in thewall which are forwardly and upwardly inclined, certain-of the -longi-;

tudinal jointsbeing staggered with respect to others.

.7. Inv a concrete dam, awall, ofigravity section-supporting water pressure by virtue of. its weight, there-being transverse jolnts formedthrough theiwall, and longitudinal joints formed in the wall whichare forwardly a and upwardlyinclined,'some-of the longitudinal joints being staggeredwith respect to-oth-ers, there .beingkey andqgroove connections formed between the portions of the wall defined by said joints so as to'eifectivelyv fifty feet apartso as to provide for shrinkage, at least some of the longitudinal joints being arranged in staggered'u'elation on oppositesides of the transverse joint. 7

10. A gravity typedam divided into sec-' tions by longitudinal and transverse upwardly extending joints, the joints being roughly fifty feet apart so as to providefor shrinlv age, at least some-of the longitudinal joints being arranged in staggered relation, and means preventing relative lateral 'displaces ment between the sectionsonopposite sides of the transverse joints. 1 i

. -11. 1A gravity type; dam divided'into sec-- tions by longitudinal and transverse upward ly extending joints, the joints beingroughly fifty feet apart so as to provide for shrinkage,-the longitudinal joints being arranged staggered relation. there being beads formed ontransversely extending. sldes of the sec-' tions fitting in grooves in the transversely extending sides of ad acent sections.

12. 'A gravity type dam divided into sections by longitudinal and transverse upwardly extending joints, the joints being roughly f-ty feet apart so=jasto provide for shrink age, there being pairs of spaced water stops connecting ends ofthetransverse joints.

13 The method of pouring a gravity type dam which consists of pouring transversely spaced upwardly extendingsections of apn oxim'ately fifty feet in width and breadth,

which are roughlyfiftv feet apart in'a transverse d1rect1on,. allowing the sections to set and shrink; and then pouring the intervening sections after the initial'shrinkage' of'the first sections has taken place providing longitudinal expansion j ointsbetween the first andintervening'sections,

14. Ina concrete dam resisting waterpres sure by'virtue of its weight, a wall extending transversely to the direction "ofthe darn,

thesections across the forward;

there being an upwardly extending expansion joint across said wall, and key connections between'the parts of the wall on opposite sides of the joint whereby shrinkage of the concrete may cause the expansion joint to open slightly without permitting said parts to settle materially relatively to each other.

. 15'. In a concrete dam resisting water pres sure by virtue of its weight the combination of at least two upwardly extending columns arranged one alongside the other in an upstream and downstream direction, an expansion joint between two of said columns, keys on one of said columns and complementary grooves in the adjoining column tending to prevent material settling of said columns relativelyto each other.

16. A concrete dam resisting water pressure by virtue of its weight, said dam being divided into sections by intersecting transverse and longitudinal expansion joints, at least some of said longitudinal joints being arranged in staggered relation.

17. A concrete dam resisting water prese by virtue of its weight, said dam being divided into sections by intersecting transverse and longitudinal expansion joints. at least some of said longitudinal joints being arranged in staggered relation with respect to each other, and drainage means for facilitatingthe removal of water from said longitudinal'joints.

18. In a concrete dam, awall of gravity action supporting water pressure by virtue of its weight, said wall being divided into sections by an upwardly and forwardly inclined expansion joint, said joint being arranged approximately parallel to the lines of zero shear when the dam is fully loaded and terminating short of the upstream face of the wall;

19. In a concrete dam, a wall of gravity section supporting water pressure by virtue of its weight, said wall being divided into sections by an upwardly and forwardly inclined expansion joint, said joint being arranged approximately parallel to the lines of zero shear when the dam is fully loaded and terminating short of the upstream face of the wall, and means preventing extension of the joint beyond its upper end.

20. In a concrete dam, a wall of gravity section supporting water pressure by virtue of its weight, said wall being divided into sections by upwardly extending transverse expansion joints, said sections being again divided into smaller sections by longitudinal expansion joints.

21'. In a concrete dam, a wall of gravity section supporting water pressure by virtue of its weight, said wall being divided into sections by upwardly extending transverse expansion joints, said sections being again divided into smaller sections by longitudinal expansion joints which are forwardly inclined. 22. In a concrete upwardly and dam, a wall of gravity section supporting-water pressure by virtue.

23. In a concrete dam, a wall of gravitysection supporting water pressure by virtue of its weight, said wall being divided into sections by upwardly extending transverse expansion joints, said sections being a in dividedint'o smaller sections by longitudinal expansion joints, said sections having bead and groove connections across "the joints to promote monolithicaction.

' 24. In a concrete dam, a wall of gravity section supporting water pressure by virtue of its weight, said wall being divided into sections by upwardly extending transverse expansion joints. said sections being again divided into smaller sections bylongitudinal expansion joints which are upwardly and forwardly inclined, the longitudinal joints terminating short of the upstream faceof the walland being staggered. 7

25. In a concrete dam, a wall of gravity section supporting water pressure by virtue of its weight, said wall being divided into sections by upwardly extending'transverse expansion joints, said sections being again divided into smaller sections by longitudinal expansion joints which are upwardly and forwardly inclined, the longitudinal joints terminating short of theupstream face of the wall and being staggered, there being. bead. and groove connections connecting the sections across the joints.

26. The method of pouring a concrete dam divided into sections arranged one behind the other in a transverse direction which consists of pouring spaced sections, permitting said sections to set and shrink, and then pouring the intervening sections after the initial shrinkage of the first sections has taken place.

producing expansion joints between the first,

sections and interveningsections. 27. The method of constructing a concrete dam by first building a certain upstream portion of the dam to an elevation lower than further providing key and groove connecxii;

tions between said upstream and downstream portions of the dam.

29. A concrete dam supporting water pressure by virtue of its Weight, said dam being divided into portions by upwardly extending transverse expansion joints, said portions being again divided into sections by upwardly extending longitudinal joints, and means interposed in said longitudinal joints for promoting monolithic actionof said portions.

In testimony vvhereof I have signed my 

